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Plans (246) hc�s—� 1C ,O qS \mo-, MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1901481 PLH -Lot 29 Willow Brook The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by ProBuild West- Beaverton, OR. Pages or sheets covered by this seal: K5942484 thru K5942523 My license renewal date for the state of Oregon is June 30, 2019. �c9' ° PRopz \cp ,NG1NE�cR l0 78788PE co Off. OREGON 244 vOz"SER 114iv ���� C. , \- \ RENE 4,--'' %,,>(A 0-2019 April 5,2019 Galinski,John IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942484 81901481 A01 MONO CAL HIP 1 2 Job Reference(optional) Builders FirstSourcelProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.220 s Jan 19 2019,MiTek Industries,Inc. Fri Apr 5 14:28:51 2019 Page 1 w I D:22j H iwRD3 E M pBO U n d M Eyl bzTlSo-m E p Oa3xcpFtAdolvU 2318C?aTh V IjheUx?OU urzTj?g I1-0-0 3-5-12 I 7-4-9 7-110-15 13-6-15 19-11-11 I 26-4-7 32-9-3 I 39-0-2 1-0-0 3-5-12 3-10-13 0-6-6 5-8-0 6-4-12 6-4-12 6-4-12 6-2-15 Scale=1:71.6 8x8 = 6.00 12 2x4 II 4x8 = 4x8 = 2x4 II 5x12 = 3x4 II 4 9 ,20 ,71 22,,,,23 24 ,25 ,8 26 g7 28 k291, 8 313 94 j56 g 4x6 % a o a 7s - 3 `"r • 0 r� a Sl1 2 _ o b d 4x6 = 18 17 16 14 13 12 11 37 38 39 40 41 42 43 44 45 15 46 47 48 49 50 51 II 52 53 54 6x8 = 2x4 I1 3x4 = 5x12 = 7x14 MT18HS14 5x12 = 2x4 3-5-12 7-4-9 13-6-15 19-11-11 I 26-4-7 1 32-9-3 1 39-0-2 I 3-5-12 3-10-13 6-2.6 6-4-12 6-4-12 6-4-12 6-2-15 Plate Offsets(X,Y)-- [2:0-0-13,Edge],[4:0-3-8,0-3-8],[9:0-3-8,0-2-0],[14:0-1-13,0-0-0],[15:0-0-0,0-1-13] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.44 14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.98 14-16 >473 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.28 11 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:448 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(4-7-8 max.):4-10. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-9-11 oc bracing:14-16,13-14. WEBS 1 Row at midpt 9-11 REACTIONS. (lb/size) 11=4606/Mechanical,2=3721/0-5-8 Max Horz 2=172(LC 7) Max Upliftll=-1300(LC 11),2=-1013(LC 10) Max Gray 11=4616(LC 26),2=4075(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7382/1864,3-4=-7577/2082,4-19=-10412/3093,19-20=-10412/3093, 20-21=-10412/3093,21-22=-10412/3093,5-22=-10412/3093,5-23=-10412/3093, 23-24=-10412/3093,24-25=-10412/3093,25-26=-10412/3093,6-26=-10412/3093, 6-27=-10422/3086,27-28=-10422/3086,7-28=-10422/3086,7-29=-10422/3086, 29-30=-10422/3086,8-30=-10422/3086,8-31=-10422/3086,31-32=-10422/3086, 32-33=-10422/3086,9-33=-10422/3086,10-11=-549/222 BOT CHORD 2-37=-1644/6309,18-37=-1644/6309,18-38=-1644/6309,38-39=-1644/6309, 17-39=-1644/6309,17-40=-1919/6915,40-41=-1919/6915,41-42=-1919/6915, 16-42=-1919/6915,16-43=-3501/11627,43-44=-3501/11627,44-45=-3501/11627, 15-45=-3501/11627,14-15=-3501/11627,14-46=-3501/11627,46-47=-3501/11627, 47-48=-3501/11627,13-48=-3501/11627,13-49=-1949/6773,49-50=-1949/6773, Ep P R Op 53-54=-1949/6773,11-54=1949/6773 12-52=-1949/6773,52-53=-1949/6773, �`�NO'NE -�ss`� WEBS 3-17=-498/1014,4-17=-144/394,4-16=-1369/4192,5-16=-1131/647,6-16=-1471/520, 6-14=0/661,6-13=-1386/476,8-13=-1081/595,9-13=-1313/4198,9-12=0/647, 4� 7' =P -5"� 9-11=-7798/2223 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: 1 Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. OCO Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. 0 OREGON �O Webs connected as follows:2x4-1 row at 0-9-0 oc. v°4-,OREGON • 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply Q veE R 1 6"...x4-1�� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. q 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS `y t. G p,\,\� (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 • 5)Unbalanced snow loads have been considered for this design. RENEWAL DATE: 06-30-2019 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs April 5,2019 Cotitingernlfiggvpith other live loads. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mak*building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook B1901481 A01 K5942484 MONO CAL HIP 1 2 Job Reference(optional) .Builders FirstSource/ProBui d Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print 8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 514:28:52 2019 Page 2 NOTES- ID:22jHiwRD3EMpBQUndMEylbzTlSo-EQNnnPyFaZ?1 EyE621axhPXID5r_S8udAf71QHzTj?f 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1300 lb uplift at joint 11 and 1013 lb uplift at joint 2. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 37-2-8 to connect truss(es)to front face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down and 240 lb up at 7-11-9,316 lb down and 191 lb up at 10-0-12 ,296 lb down and 193 lb up at 12-0-12,261 lb down and 194 lb up at 14-0-12,253 lb down and 195 lb up at 16-0-12,253 lb down and 196 lb up at 18-0-12,253 lb down and 197 lb up at 19-7-10,253 lb down and 196 lb up at 21-2-8,253 lb down and 177 lb up at 23-2-8,261 lb down and 194 lb up at 25-2-8,213 lb down and 173 lb up at 27-2-8, 421 lb down and 207 lb up at 29-2-8,421 lb down and 207 lb up at 31-2-8,421 lb down and 207 lb up at 33-2-8,and 421 lb down and 207 lb up at 35-2-8,and 421 lb down and 207 lb up at 37-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-10=-64,2-11=-20 Concentrated Loads(Ib) Vert:7=-184 15=-57(F)19=-268 20=-251 22=-228 23=-192 24=-184 25=-184 26=-184 27=-184 30=-192 31=-144 32=-351 33=-351 34=-351 35=-351 36=-351 37=-37(F) 38=-57(F)39=-57(F)40=-57(F)41=-57(F)42=-57(F)43=-57(F)44=-57(F)45=-57(F)46=-57(F)47=-57(F)48=-57(F)49=-57(F)50=-57(F)51=-57(F)52=-57(F) 53=-57(F)54=-57(F) A WARNING-Verifydesign g perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10103/2e15 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI f fek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942485 B1901481 A02 CAL HIP 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:17:52 2019 Page 1 i. ID:22jHiwRD3EMpBOUndMEylbzTISo-IuKgAybJOOT4c14NIwHZtUCsZ2cvpg1 UPzF6FXzTj9z --0-9 4-5-12 9-1-9 9-10-15 16-1-13 I 23-1-7 294-5 3Q-3-Q 34-7-15 I 39-0-2 1-0-0 4-5-12 4-7-13 0-9-6 6-2-14 6-11-10 6-2-14 0-1041 4-4-14 4 4-3 Scale=1:722 2x4 I I 5x8 5x10 = 4x8 = 10 8x8 5 930 132 33 L 4 2� 22 1,, 2324 6 �5 26,4, 27 X28 7 8 r,,5x12 MT18HS i I 0 4J 6 >hh1122 96.00 12x4203 �. NIIIIIIIIIIIINNir :RN: 10 o 17 16 14 5x10 = 0 4x8 = 18 15 5x10 = 2x4 I 5x12 MT18HS = 5x10 = 3x4 = 9-1-9 16-1-13 23-1-7 30-3-0 39-0-2 9-1-9 7-0-4 6-11-10 7-1-9 8-9-2 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-6-0,0-3-0],[9:0-4-0,0-3-0],[13:0-0-0,0-3-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.45 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.85 15-17 >545 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.30 13 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:209 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins, 10-13,3-5:2x4 DF No.1&Btr G except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(2-2-0 max.):4-9. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-7-3 oc bracing. SLIDER Right 2x4 DF Std-G 2-4-4 WEBS 1 Row at midpt 6-18,6-15 REACTIONS. (lb/size) 13=2239/0-5-8,2=2289/0-5-8 Max Horz 2=111(LC 52) Max Uplift 13=-587(LC 13),2=-582(LC 12) Max Gray 13=2723(LC 31),2=2814(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4947/1361,3-4=-4671/1324,4-6=-4110/1335,6-8=-5691/1798,8-9=-5691/1798, 9-11=-4667/1391,11-13=-4898/1403 BOT CHORD 2-18=-1103/4233,17-18=-1437/5610,15-17=-1437/5610,14-15=-1095/4180, 13-14=-1134/4137 WEBS 3-18=-377/283,4-18=-214/1213,6-18=-1976/544,6-17=0/265,8-15=-971/380, 9-15=-538/2024,9-14=-33/304,11-14=-310/389 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-0-15,Interior(1)3-0-15 to 4-2-4,Exterior(2)4-2-4 to 14-8-4, D\EQ P R OFFS, Interior(1)14-8-4 to 24-7-0,Exterior(2)24-7-0 to 39-0-2 zone;cantilever left and right exposed;end vertical left and right CO G'N E s`� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 F Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. �� 787 3 P 'St' 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. CO 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •L[,AOREGON ti� will fit between the bottom chord and any other members. coo C.A, .�� 9)A plate rating reduction of 20%has been applied for the green lumber members. E R �CJ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /y/V C G P�\ 13=587,2=582. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE: 06-30-2019 April 5,2019 Continued on Daae 2 r .... A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. will Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �,'t�®�, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook 81901481A02 K5942485 CAL HIP 2 1 Job Reference(optional) PJ-oBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:17:52 2019 Page 2 ID:22jHiwRD3EMpBOUndMEylbzTlSo-IuKgAybJ00T4c14NIwHZtUCsZ2cvpg1 UPzF6FXzTj9z NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)180 lb down and 172 lb up at 9-11-9,120 lb down and 98 lb up at 12-0-12,212 lb down and 138 lb up at 14-0-12,184 lb down and 142 lb up at 16-0-12,149 lb down and 142 lb up at 18-0-12,134 lb down and 142 lb up at 19-7-10,149 lb down and 142 lb up at 21-2-8,184 lb down and 142 lb up at 23-2-8,and 212 lb down and 138 lb up at 25-2-8,and 298 lb down and 201 lb up at 27-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-9=-64,9-10=-64,9-13=-64,2-13=-20 Concentrated Loads(Ib) Vert:6=-116 8=-116 21=-92 22=-55 23=-143 26=-80 27=-65 28=-80 30=-143 32=-220 • AWARNING-Verify design as nIy g parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.10Po3/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook 1(5942486 81901481 A03 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:17:54 2019 Page 1 , ID:22jHiwRD3EMpBOUndMEylbzTlSo-EGSRbedZXOjorKEIsLK1 yvHEOrJIHaDnsHkDKQzT)9x 1-0-q 4-5-12I 9-1-9 11-10-15 16-1-13 I 23-1-7 27-4-5 30-3-0 1 34-7-15 39-0-2 1-0-0 4-5-12 4-7-13 2-9-6 4-2-14 6-11-10 4-2-14 2-10-11 4-4-14 4-4-3 Scale=1:71.9 2x4 II 10 5x8 5 4x12 = 4x8 = w8 = = 22 ,- 23,_; 6 - 25,_, 26,.. _ - 6.00 1221' 21 • 28 29 30 31 2x4 i 11 4x8 20 •� 3 0 t 1232 ,n 19 1 13 4111 , 0 0 4x8 = 18 17 16 15 14 6x8 = 4x12 = 2x4 I I 5x12 MT18HS = 5x10 = 3x4 = 9-1-9I 16-1-13 23-1-7 30-3-0 39-0-2 9-1-9 7-0-4 6-11-10 7-1-9 8-9-2 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-3-0,0-1-12],[9:0-4-13,Edge],[13:0-0-0,0-3-7] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.37 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.74 15-17 >629 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.25 13 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-SH Weight:216 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins,except 10-13,3-5:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-9-3 max.):4-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 6-18,6-15 SLIDER Right 2x4 DF Std-G 2-4-4 REACTIONS. (lb/size) 13=1804/0-5-8,2=1872/0-5-8 Max Horz 2=130(LC 16) Max Uplift 13=-438(LC 13),2=-470(LC 12) Max Gray 13=2281(LC 31),2=2403(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4105/1601,3-4=-3812/1692,4-6=-3399/1856,6-8=-4880/2198,8-9=-4880/2198, 9-11=-3749/1695,11-13=-4027/1608 BOT CHORD 2-18=-1294/3497,17-18=-1735/4874,15-17=-1735/4874,14-15=-1413/3399, 13-14=-1302/3384 WEBS 3-18=-186/269,4-18=-119/1032,6-18=-1768/434,6-17=0/265,6-15=-326/342, . 8-15=-845/300,9-15=-429/1778,9-14=-23/267,11-14=-120/368 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-0-15,Interior(1)3-0-15 to 6-4-12,Exterior(2)6-4-12 to 14-8-4, `<GQ��Q P R Ore Interior(1)14-8-4 to 24-7-0,Exterior(2)24-7-0 to 32-10-8,Interior(1)32-10-8 to 34-9-14,Exterior(2)34-9-14 to 39-0-2 zone; �� ��G�NEF� /��9 cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4-c 787::P ,/' 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. Cp 6)All plates are MT20 plates unless otherwise indicated. (� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L OREGON �ti 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V will fit between the bottom chord and any other members. -'f BE R Gj� 9)A plate rating reduction of 20%has been applied for the green lumber members. '/1/ t 1� \\ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) L, G R 13=438,2=470. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE: �6- 0-2019 April 5,2019 � I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. ��y Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Milli*s T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing {YIi 1®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss - Truss Type Qty Ply PLH-Lot 29 Willow Brook 81901481 A04 CAL HIP 1 1 K5942487 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 514:30:53 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTlSo-BiBWAnP84kEsFY_MefFJ5w2KOtArtxXR xxAmzTizm 11-01 6-5-12 13-1-9 13]10-1I5 19-7-10 25-4-5 26,1-11 32-9-8 I 39-0-2 1-0-0 6-5-12 6-7-13 0-9- 5-8-11 5-8-11 tJ-9 6-7-13 6-2-10 Scale=1:72.7 10x10 \\ 2x4 II8 12x12 4 5 2 22 23 625 J6 27 28 ?9, , 30 5x12 MT18HS <- 6.00 6.00 12 20 3x8 3' 9 3x6 Q v R 19 s'' 10 o r 18 �34 3x6 Q atm 17 2 - II-- 11 r' o — W r.. �; fY �: 1 31 4x12 = 16 15 14 32 13 12 5x12 = 2x4 H 3x4 = 8x12 = 3x4 = 2x4 II 6-5-12 13-1-9I 19-7-10 26-1-11 32-9-8 I 39-0-2 6-5-12 6-7-13 6-6-1 6-6-1 6-7-13 6-2-10 Plate Offsets(X,Y)-- [3:0-6-0,0-1-12],[7:0-4-4,0-3-8],[11:0-0-0,0-3-3] TCLL LOADING(psf)5.0 Ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.36 14 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.77 Vert(CT) -0.61 13-14 >758 180 MT18HS 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(CT) 0.28 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight 223 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,8-11:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-10-8 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 6-14 SLIDER Right 2x6 DF No.2 5-4-7 REACTIONS. (lb/size) 2=2458/0-5-8,11=2301/Mechanical Max Horz 2=150(LC 56) Max Uplift2=-554(LC 12),11=-543(LC 13) Max Grav2=3151(LC 31),11=2982(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-5776/1244,18-19=-5655/1246,3-19=-5582/1259,3-20=-5021/1207, 4-20=-4856/1230,4-21=-4939/1409,21-22=-4939/1409,22-23=-4939/1409, 23-24=-4939/1409,24-25=-4939/1409,6-25=-4939/1409,6-26=-4964/1417, ``II,\v:1 'EO P R Op 26-27=-4964/1417,27-28=-4964/1417,28-29=-4964/1417,29-30=-4964/1417, K' �ss 7-30=-4964/1417,7-33=-4661/1230,9-33=-4810/1213,9-10=-5218/1248, SAG I N EFR , 10-34=-5254/1235,11-34=-5485/1228 2 BOT CHORD 2-16=-1014/4974,15-16=-1010/4980,15-31=-880/4371,14-31=-880/4371, 14-32=-884/4207,13-32=-884/4207,12-13=-998/4694,11-12=-998/4694 4.C.-- 787:7,PE WEBS 3-16=0/263,3-15=-719/290,4-15=-49/515,4-14=-290/1086,6-14=-1333/512, 7-14=-360/1387,7-13=-41/492,9-13=-621/265,9-12=0/252 / NOTES- 1) .i/ Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS Q` OREGON O) (envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-0-15,Interior(1)3-0-15 to 8-4-12,Exterior(2)8-4-12 to 18-8-4,Interior(1) v, ti N 18-8-4 to 20-7-0,Exterior(2)20-7-0 to 30-10-8,Interior(1)30-10-8 to 35-1-5,Exterior(2)35-1-5 to 39-0-2 zone;cantilever left and right O �eE R 1 �- exp s,dG0;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip rDOA, \�5 �V L. GAS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs RENEWAL DATE: 06-30-2019 non-concurrent with other live loads. April 5,2019 Continued on page 2 _ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1211 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942487 B1901481 A04 CAL HIP 1 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print 8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 514:30:53 2019 Page 2 ID:22jHiwRD3EMpBOUndMEylbzTlSo-BiBWAnP84kE5FY_MefFJ5w2KOtArlXXR xxAmzTizm NOTES- 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 554 lb uplift at joint 2 and 543 lb uplift at joint 11. 12)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)395 lb down and 208 lb up at 13-11-9,233 lb down and 139 lb up at 16-0-12,319 lb down and 174 lb up at 18-0-12,271 lb down and 172 lb up at 19-7-10,and 319 lb down and 174 lb up at 21-2-8,and 233 lb down and 139 lb up at 23-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASES) Standard 1)Deadc +Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,2-11=-20,7-8=-64,7-11=-64 Concentrated Loads(lb) Vert:6=-201 21=-307 22=-166 23=-249 28=-249 29=-166 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l« Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI lek4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PII Quality Criteria,OSB-89 and BCS/Building Component 250 Klug Circe Safety/nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942488 B1901481 A05 CAL HIP 1 1 Job Reference(optional) RroBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:17:59 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTISo-bEFKeMhiMYL5y66jfuvCfy_5Us 1_ytyWOZSz?dzTj9s -1-0-q 6-5-12 13-1-9 15-10-15I 19-7-10 I 23-4-5 I 26-1-11 I 32-9-8 I 39-0-2 I 1-0-0 6-5-12 6-7-13 2-9-6 3-8-11 3-8-11 2-9-6 6-7-13 6-2-10 Scale=1:70.4 _ 5 8 8x8 2x4 II 8x8 = 4 6 [RI so 6,1 5x12 MT18HS i 20 21 22 2324 25 26 r 29 a 6.00 12 3x6 3 19 9 Ili N. , 30 3x6 4 18 10 34 :,... 6 I 11 Q-1 2 T� fl if a d 4x8 = 16 15 27 14 28 13 12 8x8 II 2x4-11 — 3x4 = - 10 = -.3x4--= 2x4 {t _-- -- _ 6-5-12 13-1-9 19-7-10 26-1-11 32-9-8 I 39-0-2 6-5-12 6-7-13 6-6-1 6-6-1 6-7-13 6-2-10 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-6-0,0-3-0],[4:0-3-3,0-2-6],[7:0-3-3,0-2-6],[11:0-4-O,Edge],[14:0-4-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.29 14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.53 13-14 >872 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.24 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:222 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except 3-5,8-11:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-8-6 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 4-14,7-14 SLIDER Right 2x4 DF Std-G 3-4-7 REACTIONS. (lb/size) 2=1872/0-5-8,11=1804/Mechanical Max Horz 2=169(LC 16) Max Uplift 2=-458(LC 12),11=-425(LC 13) Max Gray 2=2605(LC 31),11=2538(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4799/1598,3-4=-4047/1638,4-6=-3726/1977,6-7=-3733/1986,7-9=-4022/1638, 9-11=4688/1586 BOT CHORD 2-16=-1301/4133,15-16=-1298/4139,14-15=-1271/3499,13-14=-1276/3506, 12-13=-1287/3995,11-12=-1287/3995 WEBS 3-16=0/264,3-15=-710/224,4-15=-21/464,4-14=-258/698,6-14=-874/449, 7-14=-259/697,7-13=-13/430,9-13=-549/203 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-0-15,Interior(1)3-0-15 to 10-4-12,Exterior(2)10-4-12 to 18-8-4 ��(EQ P R Q/z en ,Interior(1)18-8-4 to 20-7-0,Exterior(2)20-7-0 to 28-10-8,Interior(1)28-10-8 to 35-1-5,Exterior(2)35-1-5 to 39-0-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber ,n DOL=1.60 plate grip DOL=1.60 f ‘AG ��7 `�� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 <C/ -9 3)Unbalanced snow loads have been considered for this design. ]8...70:E. t' 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 0 O 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON OR 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t•-',.,L�,f . L� will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7kd E R 1 _‘co‘ 9)A plate rating reduction of 20%has been applied for the green lumber members. rpt, 10)Refer to girder(s)for truss to truss connections. 'V • G At,� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=458,11=425. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE: 06-30-2019 April 5,2019 AMMIIIIIIIMMII A WARNING-V designMINN Verily g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITE** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS//TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942489 B1901481 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:01 2019 Page 1 - ID:22jHiwRD3EMpBOUndMEylbzTISo-XdN431 iyu9boBPGSmJygkN4RIgiUQtlpTtx43WzTj9q 1-0-0 5-7-14 11-3-11 17-3-8 17-10 15 21-4-5 21-I 1 12 27-11-9 33-7-6 39-0-2 1-0-0 5-7-14 5-7-14 5-11-13 0-7-, 3-5-6 0-7-, 5-11-13 5-7-14 5-4-12 Scale=1:70.2 5x12 MT18HS % 7x14 MT18HS // 5 6 8 7T 23 7 24 �4 21 25 3x4 i20 26 3" 4 9 19 27 5x8 i M 6.00 12 4 5x6 o 10 a, 3 ��. 28 18 �- 29 17 11 cat 17 1 2 _ �- - 5x8 7 --_ o - - ar— l b b -T. ® _ r. lO .� -. ..v _— _. __� 16 � 31 15 .. 14 _13 32 33 12 4x 3x4 = 3x8 - 4x8 = 3x4 = 3x4 = 8-5-12 17-3-8 21-11-12 30-9-8 39-0-2 8-5-12 8-9-12 4-8-3 8-9-12 8-2-10 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-8,0-3-0],[5:0-6-0,0-2-4],[10:0-2-8,0-3-0],[11:0-0-0,0-1-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.34 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.71 12-13 >653 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.25 11 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-SH Weight:215 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc purlins,except 1-3,10-11:2x6 DF No.2 2-0-0 oc purlins(2-4-13 max.):5-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-6-9 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 4-15,7-15,9-13 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 11=1964/Mechanical,2=2063/0-5-8 Max Horz 2=188(LC 52) Max Uplift 11=-440(LC 13),2=-444(LC 12) Max Gray 11=2657(LC 31),2=2750(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5151/979,3-4=-4853/954,4-5=-3897/909,5-7=-3387/953,7-9=-3823/913, 9-10=-4743/966,10-11=-5022/992 BOT CHORD 2-16=-781/4464,15-16=-662/3995,13-15=-513/3317,12-13=-668/3915,11-12=-783/4327 WEBS 3-16=-363/232,4-16=-57/494,4-15=-849/318,5-15=-146/748,7-15=-152/450, 7-13=-142/762,9-13=-833/315,9-12=-56/464,10-12=-309/228 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-0-15,Interior(1)3-0-15 to 12-4-12,Exterior(2)12-4-12 to DEQ P R OFF 26-10-8,Interior(1)26-10-8 to 35-0-1,Exterior(2)35-0-1 to 38-10-14 zone;cantilever left and right exposed;end vertical left and s right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 \�� \AG A NE, s`© 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 mac? 7 �i 3)Unbalanced snow loads have been considered for this design. 787 P 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. CO 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O`[�,fOREGON ADO will fit between the bottom chord and any other members,with BCDL=10.Opsf. ( `A- 1 �` 9)A plate rating reduction of 20%has been applied for the green lumber members. IV/SE R \GJ 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) L. G R\') 11=440,2=444. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE: 06-30-2019 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)466 lb down and 202 lb up at 17-11-9,and 331 lb down and 182 lb up at 19-7-10 on top chord. The design/selection of such connection device(s)is the April 5,2019 Contilfl3Mditilti othe rs. I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942489 B1901481 A06 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:01 2019 Page 2 ID:22jHiwRD3EMpBOUndMEylbzTlSo-XdN431 iyu9boBPG5mJygkN4RIgiUQtlpTtx43 WzTj9q LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-64,5-7=-64,7-8=-64,7-11=-64,2-11=-20 Concentrated Loads(lb) Vert:22=-376 23=-261 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942490 81901481 A07 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:03 2019 Page 1 - I D:22jHiwRD3EMpBOUndMEylbzTlSo-T?UgUjkCQnsWQjQUuk_8po9IRUOrun26WBQB8OzTj90 19-11-2 1I1-0.q 5-7-14 11-3-11 I 17-3-8 19-4-3 121-11-12 27-11-9 I 33-7-6 I 39-0-2 1 1-0-0 5-7-14 5-7-14 5-11-13 2-0-11 2-0-10 5-11-13 5-7-14 5-4-12 0-6-15 Scale=1:70.2 5x12 MT18HS = 68 8x12 5 el %,:,,,,,,„„„„4 2021 3x4 3x4 19 22 4 9 18 23 5x6 6.00 12 0 5x6 cg, 3 ` ��. 24 17 4/ 11 12 i o CS . ._ — . 4x12 = 16 -- 25 -- 26 15 14 13 -- 27 28 12 __ = 3x4 = 3x8 4x8 — 3x4 - 3x4 _ C 8-5-12 I 17-3-8 21-11-12 30-9-8 39-0-2 8-5-12 8-9-12 4-8-3 8-9-12 8-2-10 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-4,0-3-0],[5:0-5-6,0-1-5],[10:0-2-4,0-3-0],[11:0-0-0,0-1-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.34 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.72 12-13 >645 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.25 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:220 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-1 oc purlins,except 1-3,10-11:2x6 DF No.2 2-0-0 oc purlins(2-2-0 max.):5-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-4-13 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 4-15,7-15,9-13 WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 11=1884/Mechanical,2=1951/0-5-8 Max Horz 2=202(LC 12) Max Uplift 11=-412(LC 13),2=-445(LC 12) Max Gray 11=2682(LC 31),2=2744(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5157/1339,3-4=-4912/1311,4-5=-4009/1293,5-7=-3496/1429,7-9=-4002/1293, 9-10=-4865/1317,10-11=-5091/1344 BOT CHORD 2-16=-1085/4475,15-16=-971/4063,13-15=-882/3490,12-13=-973/4039, 11-12=-1092/4393 WEBS 3-16=-309/230,4-16=-56/450,4-15=-790/297,5-15=-117/677,7-15=-333/341, 7-13=-128/703,9-13=-765/295,9-12=-53/417,10-12=-254/225 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 0 PR OFF MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-0-15,Interior(1)3-0-15 to 13-10-0,Exterior(2)13-10-0 to 25-5-5 tS ,Interior(1)25-5-5 to 35-0-1,Exterior(2)35-0-1 to 38-10-14 zone;cantilever left and right exposed;end vertical left and right mac;\ .AC?1 N EFR 6iQ exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 fit? '7/9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 78�OOf E 3)Unbalanced snow loads have been considered for this design. o 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. CO 6)All plates are MT20 plates unless otherwise indicated. 1.,t4/1": 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O RECON O 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L will fit between the bottom chord and any other members,with BCDL=10.0psf. O ` 8E R \ `�j� 9)A plate rating reduction of 20%has been applied for the green lumber members. p` 10) Refer to girder(s)for truss to truss connections. 'V L L. G A\-\ 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 11=412,2=445. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RENEWAL DATE: 06-30-2019 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)264 lb down and 152 lb up at April 5,2019 Contfifiddl,QlQlatilB,2hord. The design/selection of such connection device(s)is the responsibility of others. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. jot Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety/nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942490 131901481 A07 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:03 2019 Page 2 I D:22jHiwRD3 EM pBOUndM Eyl bzTISo-T?U gUjkCQnsW QjQ U uk_8po9lRU Orun26wBQB8OzTj90 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-64,5-7=-64,7-8=-64,7-11=-64,2-11=-20 Concentrated Loads(Ib) Vert:20=-261 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. es Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI 1®kP is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safetylnformatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942491 B1901481 A08 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:05 2019 Page 1 . ID:22jHiwRD3EMpBOUndMEylbzTlSo-POcbvPmTyO6Eg1 as?90cvDEAnH 1 WMfvPOVvI DHzTj9m -1-0-9 5-7-14 11-3-11 I 17-3-8 17-10 15 21-4-5 21-11112 27-11-9 33-7-6 39-3-4 4P3 j 1-0-0 5-7-14 5-7-14 5-11-13 0-7-, 3-5-6 0-7-7 5-11-13 5-7-14 5-7-14 1-0-0 Scale=1:71.9 5x12 MT18HS = 12x12 // 5 6 8 24,54 " 25 3x4 21 22 _• 26 27 3x4 q 9 20 28 5x6 6.00 12 4, 5x6 o 3 10 0, 18 19 u ."J 29 30 m 1 2 11 0 0 , .__._ o IS? 4x12 _...__ __ __ 16 —:- 13. - - -: --s34-- 13 4x8 = o 3x4 = 5x12 MT18HS = 3x4 = 3x8 = 3x6 = r-. .i' 3: 8-5-12 17-3-8 21-11-12I 30-9-8 39-3-4 8-5-12 8-9-12 4-8-3 8-9-12 8-5-12 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-2-8,0-3-0],[5:0-6-0,0-1-0],[10:0-2-8,0-3-0],[11:0-0-12,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.40 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) -0.68 13-14 >688 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.25 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight 218 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins,except 1-3,10-12:2x6 DF No.2 2-0-0 oc purlins(3-4-13 max.):5-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-2-14 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 4-16,7-16,9-14 REACTIONS. (lb/size) 2=2114/0-5-8,11=2076/0-5-8 Max Horz 2=183(LC 52) Max Uplift 2=-484(LC 12),11=-511(LC 13) Max Gray 2=2769(LC 31),11=2733(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5181/1078,3-4=-4884/1054,4-5=-3947/1022,5-7=-3425/1054,7-9=-3873/1022, 9-10=-4817/1056,10-11=-5113/1081 BOT CHORD 2-17=-845/4490,16-17=-745/4036,14-16=-598/3354,13-14=-746/3975,11-13=-845/4431 WEBS 3-17=-358/231,4-17=-58/503,4-16=-852/313,5-16=-155/799,7-16=-159/462, 7-14=-198/913,9-14=-865/311,9-13=-58/502,10-13=-358/232 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-1-4,Interior(1)3-1-4 to 12-4-5,Exterior(2)12-4-5 to 26-10-15, Interior(1)26-10-15 to 36-1-8,Exterior(2)36-1-8 to 40-0-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �0 P R o - 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 <(''' ‘ Fsts' 3)Unbalanced snow loads have been considered for this design. �CoANGINE4- /Q 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �Ct y' 5)Provide adequate drainage to prevent water ponding. 4Z787,x t.PE r'6)All plates are MT20 plates unless otherwise indicated. ',r 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)A plate rating reduction of 20%has been applied for the green lumber members. OREGON iv 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) G 2=484,11=511. 0/..,, 16 � 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. p, 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)466 lb down and 202 lb up at 11YL. G P - 17-11-9 on top chord,and 349 lb down and 158 lb up at 19-7-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. RENEWAL DATE: 06-30-2019 LOAD CASE(S) Standard April 5,2019 -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekiB connectors.This design is based only upon parameters shown,and is for an individual building component,not lilt a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOM( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942491 B1901481 A08 CAL HIP 1 1 ProBuild West, Beaverton,OR-97005, Job Reference(optional) 8.220 s Nov 16 20188MiTek Industries,Inc. Fri Apr 5 16:18:05 2019 Page 2 I D:22jHiwRD3EMpBOUndMEylbzTISo-POcbvPmTy06 Eg 1 as790cvDEAnH 1 WMfvPOVvIDHzTj9m LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-6=-64,5-7=-64,7-8=-64,7-12=-64,2-11=-20 Concentrated Loads(Ib) Vert:15=-349 23=-376 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 691-7473 rev.10i93/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k+ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942492 B1901481 A09 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005,, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:07 2019 Page 1 I D:22jHiwRD3EMpBOUndM Eyl bzTISo-MmkLJ5njT?MyvKkF7a34_eKSk5mvgV H hrpOPHAzTj9k 0�-0-0 6-5-12 I 13-1-9 15-10-15 19-7-10 23-4-5 26-1-11 32-9-8 I 39-3-4 4p-3 6-5-12 6-7-13 2-9 6 3 8-11 3 8-11 2-9 6 6-7-13 6-5-12 1-0-0 Scale=1:71.9 8 8x8 = 5 2x4 II 8x8 = 4 5a 6z rsa 6 6a nl 5x12 MT18HS i 20 21 22 23 24 r 25 5x12 MT18HS 26 6.00 12 319 w9 18 27 17 28 2 10 5 `;1 6 :� tc.,<-.:, 0 0 4x12 = 16 15 29 14 30 13 12 4x8 = o 2x4 II 3x4 = 5x10 = 3x4 = 2x4 H .11 6-5-12 13-1-9 19-7-10 26-1-11 32-9-8 39-3-4 6-5-12 6-7-13 6.6-1 6-6-1 6-7-13 6-5-12 Plate Offsets(X,Y)-- [2:0-0-0,0-0-4],[3:0-5-12,0-3-0],[4:0-3-3,0-2-6],[7:0-3-3,0-2-6],[9:0-5-12,0-3-0],[10:0-0-12,0-0-0],[14:0-4-12,0-3-0] LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.32 14 >999 240 MT20 220/195 (Roof Snow=25.0) 0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.57 13-14 >823 180 MT18HS 220/195 7. Rep Stress Incr YES WB 0.67 Horz(CT) 0.26 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:226 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins,except 3-5,8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(3-5-11 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=2019/0-5-8,10=2014/0-5-8 Max Horz 2=164(LC 12) Max Uplift 2=-528(LC 12),10=-526(LC 13) Max Gray 2=2752(LC 31),10=2747(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5103/1742,3-4=-4364/1788,4-6=-4153/2177,6-7=-4160/2187,7-9=-4361/1786, 9-10=-5099/1741 BOT CHORD 2-16=-1417/4400,15-16=-1413/4406,14-15=-1396/3786,13-14=-1394/3782, 12-13=-1413/4402,10-12=-1417/4396 WEBS 3-16=0/264,3-15=-688/227,4-15=-22/467,4-14=-351/899,6-14=-879/451, 7-14=-360/910,7-13=-20/472,9-13=-688/229,9-12=0/261 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-1-4,Interior(1)3-1-4 to 10-4-5,Exterior(2)10-4-5 to 18-8-11, Interior(1)18-8-11 to 20-6-9,Exterior(2)20-6-9 to 28-10-15,Interior(1)28-10-15 to 36-1-8,Exterior(2)36-1-8 to 40-0-10 zone; -?\' 4:6161 PR OPt- cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; G'N E 9 / Lumber DOL=1.60 plate grip DOL=1.60 SCJ F (•, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ��? �ip 3)Unbalanced snow loads have been considered for this design. 7878:1" 0_, *,- `. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C5 non-concurrent with other live loads. ` 5)Provide adequate drainage to prevent water ponding. , 6)All plates are MT20 plates unless otherwise indicated. ` E 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OCO 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 11L. OREGON tip will fit between the bottom chord and any other members,with BCDL=10.Opsf. vL\ O � 9)A plate rating reduction of 20%has been applied for the green lumber members. t- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �/'V/BE'R 1� �,V' 2=528,10=526. L. G P 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)289 lb down and 148 lb up at RENEWAL DATE:06-30-2019 19-7-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. April 5,2019 Q &r)1Stf(ra6eetandard A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Coma,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook 1(5942492 B1901481 A09 CAL HfP 1 1 Job Reference(optional) P,roBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:08 2019 Page 2 ID:22jHiwRD3EMpBOUndMEyl bzTlSo-gzljxQoLEJUpXU IRhHaJWrsdU V68ZyXr4T7ypczTj9j LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,2-10=-20 Concentrated Loads(Ib) Vert:14=-289 4- MINN A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �A a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ss� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing (AMA' ilek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942493 B1901481 A10 CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:10 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTlSo-mLPUy6pbmwkXmoSgoicncGyyglml l o68Xmc3uUzTj9h -143 -0-0 6-5-12 I 6-7-1311-9 01985 58110 5815 20x }}961 32-9-8 6-7-13 I 6-5-12 41P0 31 Scale=1:72.6 10x10 \\ 2x4 II 810x10 4�• 21. 22 23 6 g 26 ,, 27 ,1 28 d 5x12 MT18HS % 5x12 MT18HS 612 20 29 .00 3 9 •I c 19 30 q 31 18 17 10 12 9 e r 321,10 o l,-? 4x12 = 16 15o 33 14 34 13 12 4x12= - 2x4 LL.._ . . _ xd- 8n12 _._. 3x4 — _ 2x4 I I.. 6-5-12 13-1-9 19-7-10 26-1-11 32-9-8 39-3-4 6-5-12 I 6-7-13 I 6-6-1 6-6-1 6-7-13 6-5-12 Plate Offsets(X,Y)-- [3:0-5-8,0-1-12],[9:0-5-12,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.38 14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.63 13-14 >734 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.29 10 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:220 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except 3-5,8-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-10-11 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=2504/0-5-8,10=2410/0-5-8 Max Horz 2=145(LC 52) Max Uplift 2=-594(LC 12),10=-612(LC 13) Max Gray 2=3162(LC 31),10=3074(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5800/1345,3-4=-5045/1319,4-6=-4974/1529,6-7=-4994/1536,7-9=-4859/1316, 9-10=-5627/1343 BOT CHORD 2-16=-1078/4995,15-16=-1074/5001,14-15=-948/4393,13-14=-945/4223, 12-13=-1073/4850,10-12=-1076/4845 WEBS 3-16=0/263,3-15=-723/287,4-15=-47/516,4-14=-350/1104,6-14=-1213/374, 7-14=-388/1407,7-13=-41/518,9-13=-715/280,9-12=0/261 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-1-4,Interior(1)3-1-4 to 8-4-5,Exterior(2)8-4-5 to 18-8-11, �¢�p P pFF Interior(1)18-8-11 to 20-6-9,Exterior(2)20-6-9 to 30-10-15,Interior(1)30-10-15 to 36-1-8,Exterior(2)36-1-8 to 40-0-10 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown: cJ� �5-,461 N E. -,.., ��s"Q Lumber DOL=1.60 plate grip DOL=1.60 ,7 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� �/9 3)Unbalanced snow loads have been considered for this design. p 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 7�//7 "P E non-concurrent with other live loads. ,i/ 5)Provide adequate drainage to prevent water ponding. / r 6)All plates are MT20 plates unless otherwise indicated. i► / co 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Ci,../...OREGON �� will fit between the bottom chord and any other members,with BCDL=10.0psf. et. 9)A plate rating reduction of 20%has been applied for the green lumber members. uO , ieE R 1 4' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) -/A �v- 2=594,10=612. L. G NO 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)395 lb down and 208 lb up at 13-11-9,233 lb down and 139 lb up at 16-0-12,319 lb down and 174 lb up at 18-0-12,and 319 lb down and 174 lb up at 21-2-8, RENEWAL DATE: 06-30-2019 and 233 lb down and 139 lb up at 23-2-8 on top chord,and 289 lb down and 148 lb up at 19-7-10 on bottom chord. The April 5,2019 ContIMMi r leelidiAE of such connection device(s)is the responsibilitl\of others. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mg a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942493 B1901481 A10 CAL HIP 1 1 Job Reference(optional) I;roBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:10 2019 Page 2 ID:22jHiwRD3EMpBOUndMEylbzTlSo-mLPUy6pbmwkXmoSgoicncGyygIml l o68Xmc3uUzTj9h LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,2-10=-20 Concentrated Loads(lb) Vert:14=-289 21=-307 22=-166 23=-249 26=-249 27=-166 A WARNING-Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10g3/2015 BEFORE USE. ^ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml;}� lekw is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942494 B1901481 All CAL HIP 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:12 2019 Page 1 s ID:22jHiwRD3EMpBOUndMEylbzTISo-ikXENorsIY_F?5cDw7eGhh 1 K_6StVjjR?45AyNzTj9f 0 4-5-12 9-1-9 11-10-15 16-1-13 23-1-7 I 27-4-5 30-1-11 34-9-8 I 39-3-4 4p-3 -0� 4-5-12 4-7-13 2-9 6 4-2-14 6-11-10 4-2-14 2-9 6 4-7-13 4-5-12 -0 Scale=1:73.9 5x8 i 5 10 4x12 = 4x8 = 2x4 H 8x8 = 428 51 29m�p 6 as 31s s0/7 so 8 rsa r \. 6.00 12 5x6 %)70.0001011°1°(.11111°°°°°°:VEI'Nsss::ist,@33 34 35 ;71441365x631126 . 37 0 ` ! 38 n 25 12 1312 m L i 0 I 1 b b �' - ]otr 18 17 16 15 14 4x12 = 2x4 II 5x12 MT18HS = 5x10 = 3x4 = 4x6 = o 4x6 = 9-1-9 16-1-13 23-1-7 30-1-11 39-3-4 1 9-1-9 7-0-4 6-11-10 7-0-4 9-1-9 Plate Offsets(X,Y)-- [3:0-3-4,0-1-12],[9:0-3-3,0-2-6],[11:0-3-4,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.38 15-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.76 15-17 >617 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.25 12 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-AS Weight:220 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied,except 3-5,10-11:2x4 DF No.1&Btr G 2-0-0 oc purlins(2-9-5 max.):4-9. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 6-18,6-15 REACTIONS. (lb/size) 2=1879/0-5-8,12=1875/0-5-8 Max Horz 2=-127(LC 13) Max Uplift 2=-373(LC 9),12=-370(LC 8) Max Gray 2=2412(LC 31),12=2404(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4246/1668,3-4=-3835/1708,4-6=-3412/1836,6-8=-4986/2228,8-9=-4986/2228, 9-11=-3929/1729,11-12=-4247/1652 BOT CHORD 2-18=-1327/3662,17-18=-1751/4980,15-17=-1751/4980,14-15=-1421/3511, 12-14=-1337/3666 WEBS 3-18=-318/191,4-18=-150/1150,6-18=-1891/472,6-17=0/269,6-15=-337/349, 8-15=-846/305,9-15=-427/1771,9-14=0/309,11-14=-229/269 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 3-1-4,Interior(1)3-1-4 to 6-4-5,Exterior(2)6-4-5 to 14-8-4, �¢�� P R OFC Interior(1)14-8-4 to 24-6-9,Exterior(2)24-6-9 to 32-10-15,Interior(1)32-10-15 to 36-1-8,Exterior(2)36-1-8 to 40-0-10 zone; s cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; \c' NG'N€ � s/� Lumber DOL=1.60 plate grip DOL=1.60 ��"" 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 ��? -p9 3)Unbalanced snow loads have been considered for this design. 14 7878.P 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •Gc�OREGON tiQ will fit between the bottom chord and any other members. vO `j�Q 1 At, ��� 9)A plate rating reduction of 20%has been applied for the green lumber members. E R 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �/1 \� 2=373,12=370. L• G P� 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. RENEWAL DATE:��?�3�-2��9 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 'Y, Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook . 81901481 Al2 CAL HIP 1 K5942495 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 5 14:30:19 2019 Page 1 I D:22jHiwRD3E M pBOUndMEyl bzTlSo-B98g29?p5HyhAKOgeWeKileZ?9YzKVTRAhiB_kzTj_I 1-0-9 3-5-12 I 7-4-9 7-110-1I5 13-4-14 19-7-10 25-10-6 31-4-5 3-/h 35-7-15 39-0-2 I 1-0-0 3-5-12 3-10-13 0-6-6 5-5-15 6-2-12 6-2-12 5-5-15 0-10-11 3-4-14 3-4-3 Scale=1:72.7 8x8 = 6.00 12 2x4 II 4x8 =4x8 = 2x4 II 10 8x8 = `1 22 �3 X524 24, 26 27, 6 7 co 28 29 8 30 A31 32 c 33 g 34 4x6 % 8 to 6 3x6 3 11 3x8 c' 12 q 2 13 v p 4x6 = 35 2036 37 1938 39 40 18 41 42 43 17 44 45 46 16 47 48 49 15 50 '4 51 52 2x4 II 3x4 = 5x10 = 5x12 MT18HS = 5x12 = 3x4 = 2x4 4x12 = 1 3-5-12 I 7-4-9 13-4-14 19-7-10 25-105 32-3-0 1 35-7-15 39-0-2 3-5-12 3-10-13 6-0-5 6-2-12 6-2-12 6-4-11 3-4-14 3-4-3 Plate Offsets(X,Y)-- [2:0-0-13,Edqe],[4:0-3-12,0-3-8],[13:0-0-0,0-2-3],[17:0-6-0,0-3-4] LTCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.41 17 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.89 Vert(CT) -0.92 16-17 >504 180 MT18HS 220/195 BCLL 0.0 * Rep Stress Incr NO WB 0.92 Horz(CT) 0.27 13 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:435 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins,except 10-13:2x4 DF No.1&Btr G 2-0-0 oc purlins(4-9-6 max.):4-9. BOT CHORD 2x4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G 7-11-2 oc bracing:17-18,16-17. SLIDER Right 2x4 DF Std-G 1-9-11 REACTIONS. (lb/size) 13=3850/Mechanical,2=3624/0-5-8 Max Horz 2=-86(LC 11) Max Uplift13=-1090(LC 11),2=-1014(LC 10) Max Gray 13=4191(LC 29),2=3979(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7197/1868,3-4=-7366/2084,4-21=-9987/3084,21-22=-9987/3084, 22-23=-9987/3084,23-24=-9987/3084,5-24=-9987/3084,5-25=-9987/3084, 25-26=-9987/3084,26-27=-9987/3084,6-27=-9987/3084,6-7=-9986/3097, 7-28=-9986/3097,28-29=-9986/3097,8-29=-9986/3097,8-30=-9986/3097, 30-31=-9986/3097,31-32=-9986/3097,32-33=-9986/3097,33-34=-9986/3097, 9-34=-9986/3097,9-11=-7170/1987,11-12=-7164/1919,12-13=-7259/1912 BOT CHORD 2-35=-1624/6150,20-35=-1624/6150,20-36=-1624/6150,36-37=-1624/6150, 19-37=-1624/6150,19-38=-1864/6720,38-39=-1864/6720,39-40=-1864/6720, 18-40=-1864/6720,18-41=-3397/11115,41-42=-3397/11115,42-43=-3397/11115, 17-43=-3397/11115,17-44=-3395/11095,44-45=-3395/11095,45-46=-3395/11095, Gc p P R o 16-46=-3395/11095,16-47=-1706/6526,47-48=-1706/6526,48-49=-1706/6526, `_�C F�S 15-49=-1706/6526,15-50=-1593/6160,50-51=-1593/6160,14-51=-1593/6160, S 14-52=-1593/6160,13-52=-1593/6160 \' �- NEF'9 /Q WEBS 3-19=-472/929,4-19=-110/381,4-18=-1390/3999,5-18=-1104/629,6-18=-1398/569, '<a 6-17=-58/555,6-16=-1421/633,8-16=-1110/628,9-16=-1481/4188,9-15=-9/370, 78 ::P E 9r 11-15=-262/676,11-14=-57/302 NOTES- 1 441-/// 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: , CO Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. 0Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. OREGON Q Webs connected as follows:2x4-1 row at 0-9-0 oc. A- 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply �iSr 'V,gL.R `r ` � connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. V L G Pk\- 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 RENEWAL DATE: 06-30-2019 5)Unbalanced snow loads have been considered for this design. April 5,2019 Continued on page 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TAI Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942495 B1901481 Al2 CAL HIP 1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print 0.220 s Jan 19 2019 MiTek Industries,Inc. Fn Apr 5 14:30:20 2019 Page 2 I D:22j H iwR D3E M pB O U nd M E y l bzT ISo-fM h2 F U 0 RS b4Yo U z0CE9a F Z B kI Z u C3yj a P LS h WAzTJ_H NOTES- 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1090 lb uplift at joint 13 and 1014 lb uplift at joint 2. 14)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 3-1-12 oc max.starting at 2-0-12 from the left end to 37-2-8 to connect truss(es)to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)367 lb down and 240 lb up at 7-11-9,316 lb down and 191 lb up at 10-0-12 ,296 lb down and 193 lb up at 12-0-12,261 lb down and 194 lb up at 14-0-12,253 lb down and 195 lb up at 16-0-12,253 lb down and 196 lb up at 18-0-12,253 lb down and 196 lb up at 21-2-8,253 lb down and 195 lb up at 23-2-8,261 lb down and 194 lb up at 25-2-8,and 296 lb down and 193 lb up at 27-2-8,and 316 lb down and 191 lb up at 29-2-8 on top chord,and 271 lb down and 233 lb up at 19-7-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-9=-64,9-10=-64,9-13=-64,2-13=-20 Concentrated Loads(lb) Vert:7=-184 17=-271 21=-268 22=-251 24=-228 25=-192 26=-184 27=-184 28=-184 29=-192 30=-228 33=-251 35=-37(B)36=-57(B)37=-57(B)38=-57(B)39=-57(B) 40=-57(B)41=-57(B)42=-57(B)43=-57(B)44=-57(B)45=-57(B)46=-57(B)47=-57(B)48=-57(B)49=-57(B)50=-57(B)51=-296(B)52=-296(B) _as A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942496 B1901481 B01 GABLE 1 1 Job Reference(optional) RroBuild West, Beaverton.OR-97005, 8.220 s Nov 162018 MiTek Industries,Inc. Fri Apr 5 16:18:18 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTISo-XuuVdrwduOIOj03M GNIgwyHTxWdGva_JNOYUAI zTj9Z -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 21-0-0 1-0-0 5-0-0 5-0-0 I 5-0-0 5-0-0 1-0-0 Scale=1:38.9 4x4 = 6.00 12 4 ar �, ` 31 5x6 � 2g r t� 32 � 5x6 pp, .3° 3 .:7 rr II\ .: 4;° y` V 5 48 di 11 3x4 33 3x6 I1 rr, 1 2 Q �� �� , Y 6 7 m %.. . ..... ° . a Ion e00eieieisi4e0eie00i►Pe i �ieO..eeee..ee0A0ee0ev�4' ,T o .e+....4e1�•....�......... 11 10 �ieiei:�J:ecce?eee�:�:1JJJJ:�O:�:e:Pp.:�: 3x4 = 8x8 = 3x4 = 3x4 = 8x8 = 3x4 = 13 12 9 8 6-8-0I 13-4-0 20-0-0 6-8-0 6-8-0 6-8-0 Plate Offsets(X,Y)-- [2:0-1-1,Edge],[3:0-3-0,0-3-0],[4:0-2-0,0-0-4],[5:0-3-0,0-3-0],[6:0-1-1,Edge],[9:0-4-0,0-2-0],[12:0-4-0,0-2-0],[14:0-2-0,0-0-8],[15:0-1-0,0-1-8],[17:0-1-8 ,0-1-8],[18:0-2-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.05 10-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.18 10-11 >836 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 Code 1BC20151TP12014 Matrix-SH Weight 147 lb FT=20% BCDL 10.0 9 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):15 WEBS 2x6 DF No.2*Except* 4-10,5-10,4-11,3-11:2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. All bearings 4-5-8. (Ib)- Max Horz 2=107(LC 12) Max Uplift All uplift 100 lb or less at joint(s)9,12 except 2=-212(LC 12),6=-213(LC 13) Max Gray All reactions 250 lb or less at joint(s)9,12,13,8 except 2=746(LC 1), 6=742(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1289/388,3-4=-1103/380,4-5=-1103/380,5-6=-1289/389 BOT CHORD 2-13=-319/1075,12-13=-319/1075,11-12=-319/1075,10-11=-108/710,9-10=-259/1075, 8-9=-259/1075,6-8=-259/1075 WEBS 4-16=-135/420,10-16=-135/421,5-10=-336/240,11-15=-132/420,4-15=-131/413, 3-11=-335/239 NOTES- tt i O P R Opt, 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ,Gj ,01 NE -,.,., /p MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, 9 2 Interior(1)13-0-0 to 17-9-6,Exterior(2)17-9-6 to 20-9-6 zone;cantilever left and right exposed;end vertical left and right o jZ exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 70 • PE 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. -I'/ 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 CO 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs OG7OREGON BOO non-concurrent with other live loads. A- 6)All plates are 2x4 MT20 unless otherwise indicated. v0,C,A 19ER A 6\\ t- 7)Gable studs spaced at 2-0-0 oc. r Y 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L.. G A 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. RENEWAL DATE: 06-30-2019 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,12 except April 5,2019 (it=lb)2=212,6=213. ..- f A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/73/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miff** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942497 B1901481 B02 Common 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:19 2019 Page 1 I D:22jHiwRD3EMpBOUndMEyIbzTlSo-?4StrBwFThtFLAeZg5GvTApecwyPel RScgl1 iTzTj9Y -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 21-0-0 l 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 1-0-0 Scale=1:36.9 4x4 = 6.00 12 4 4 lio13 5x6 14 5x6 > 31/ 15 Y Y13 9 8 Io 3x4 = 3x4 = 3x4 = 3x4 = 6-8-0 13-4-0 20-0-0 6-8-0 6-8-0 6-8-0 Plate Offsets(X,Y)-- [3:0-3-0,0-3-0],[5:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.04 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.12 8-9 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-SH Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=888/0-5-8,6=885/0-5-8 Max Horz 2=107(LC 12) Max Uplift 2=-210(LC 12),6=-209(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1363/364,3-4=-1198/360,4-5=-1198/360,5-6=-1364/365 BOT CHORD 2-9=-300/1153,8-9=-99/769,6-8=-234/1153 WEBS 4-8=-126/470,5-8=-325/229,4-9=-126/469,3-9=-324/228 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 17-9-6,Exterior(2)17-9-6 to 20-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 cc t� 3)Unbalanced d snow loads have been consideredof mifor this design. `�0. P R F`ss 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q Q non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cj �NG►N E4- !Q 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2 will fit between the bottom chord and any other members. �� 7$78 PE 9`. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=210,6=209. '4/1\ CO G, OREGON oo"` ` •p� gER Nl\ds C. GNL RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty PIy�PLH-Lot 29 Willow Brook K5942498 81901481 B03 COMMON GIRDER 1 Job Reference(optional) .Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 5 14:29:50 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTISo-XatiyEfdWNloCtgFSxdXlexY9Tlk1 P9AVgB6SwzTj_I 1-1-0-0 1 3-4-0 8-1-8 10-0-01 14-0-0 1 16-8-0 1 20-0-0 1 1-0-0 3-4-0 4-9-8 1-10-8 4-0-0 2-8-0 3-4-0 Scale=1:40.6 9x12 MT18HS II 5 23 4x8 i 5x6 22 6 5x12 MT18HS% 1 3x8 � 6.00 12 7 v• 83x8 9 d 1 2 \ a " _ " �' I`4 _01. 14 13 12 24 11 25 10 26 1 5x10 = -- _-- 2x4 I I 8x8 = 12x12 = 8x8 = 3x6 H 7x14 MT18HS-z---- 3-4-0 3-4-0 8-1-8 10-0-0 14-0-0 16-8-0 20-0-0 3-4-0 4-9-8 1-10-8 4-0-0 2-8-0 3-4-0 Plate Offsets(X,Y)-- [2:0-0-0,0-0-2],[3:0-5-12,0-3-0],[6:0-1-12,0-2-0],[9:0-3-6,0-0-0],[9:Edqe,0-3-6],[10:0-4-4,0-1-8],[11:0-3-9,0-4-12],[13:0-3-9,0-4-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.27 11-12 >887 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.86 Vert(CT) -0.49 11-12 >480 180 MT18HS 220/195 TCDL 7.0 Rep Stress'nor NO WB 0.81 Horz(CT) 0.14 9 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 Matrix-MSH Weight:250 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied. 5-9:2x4 DF 2400F 2.0E,3-5:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Std G*Except* 5-12,6-11:2x4 DF No.1&Btr G SLIDER Right 2x4 DF Std-G 2-6-0 REACTIONS. (lb/size) 9=14687/0-5-8 (req.0-7-5),2=7374/0-5-8 Max Horz 2=120(LC 28) Max Uplift9=-2877(LC 11),2=-1734(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-14783/3454,3-22=-14962/3483,4-22=-14877/3492,4-5=-13403/3086, 5-23=-13448/3081,6-23=-13450/3066,6-7=-18636/3990,7-8=-20213/4205, 8-9=-13585/2800 BOT CHORD 2-14=-3109/13004,13-14=-3102/13000,12-13=-3085/13325,12-24=-3484/16707, 11-24=-3484/16707,11-25=-3634/17729,10-25=-3634/17729,10-26=-3634/17729, 9-26=-3634/17729 WEBS 5-12=-2680/11672,6-12=-6033/1175,6-11=-984/5694,7-11=-1236/180,7-10=-307/2168, 4-12=-3308/1060,4-13=-1027/3519,3-13=-398/513 c NOTES- ���EQ PR Opt 1) St9 2)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: r§o ANG'N E � /Q Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc,2x4-1 row at 0-4-0 oc,2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-2-0 oc. �4 -$- Webs connected as follows:2x4-1 row at 0-9-0 oc. 78 i:P 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 CO 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 °` ORE:GGN epQ 6)Unbalanced snow loads have been considered for this design. ,AI II 7)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs vO V- R 4 non-concurrent with other live loads. �t' 8)All plates are MT20 plates unless otherwise indicated. 'v L. G P\-\ 9)The Fabrication Tolerance at joint 5=16% 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will RENEWAL DATE: 06-30-2019 fit between the bottom chord and any other members. April 5,2019 de,rwhemE6gduction of 20%has been applied for the green lumber members. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek¢ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 11 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942498 B1901481 B03 COMMON GIRDER 1 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print 8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 5 14:29:50 2019 Page 2 ID:22jHiwRD3EMpBOUndMEylbzTlSo-XatiyEfdwNloCtgFSxdX1 exY9Tfkl P9AVgB6SwzTj_I NOTES- 13)WARNING:Required bearing size at joint(s)9 greater than input bearing size. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2877 lb uplift at joint 9 and 1734 lb uplift at joint 2. 15)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16)Use Simpson Strong-Tie HGUS26-2(20-16d Girder,8-16d Truss)or equivalent at 8-1-9 from the left end to connect truss(es)to back face of bottom chord. 17)Use Simpson Strong-Tie HUS26(14-16d Girder,6-16d Truss)or equivalent at 14-0-12 from the left end to connect truss(es)to back face of bottom chord. 18)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss)or equivalent at 16-0-12 from the left end to connect truss(es)to back face of bottom chord. 19)Use Simpson Strong-Tie HUS26(14-16d Girder,4-16d Truss)or equivalent spaced at 1-8-8 oc max.starting at 18-0-12 from the left end to 19-9-4 to connect truss(es)to back face of bottom chord. 20)Fill all nail holes where hanger is in contact with lumber. 21)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2703 lb down and 607 lb up at 10-0-12,and 2261 lb down and 458 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-9=-64,15-19=-20 Concentrated Loads(Ib) Vert:12=-2703 11=-2962(B)13=-4596(B)15=-2669(B)24=-2261 25=-2518(8)26=-2637(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®I. ` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 f R fabrication,storage,delivery,erection and braang of trusses and truss systems,see ANSIITP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942499 B1901481 C01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:22 2019 Page 1 I D:22jHiwRD3 E M pBOU nd M Eyl bzTlSo-Pf80TDz7xcFgCeN8V Dgc5oRCh82srRVvl eW hJozTj9V -1-0-0 6-0-0 12-0-0 13-0-0 1-0-0 6-0-0 6-0-0 1-0-0 Scale=1:23.6 5x6 = 5 IIS 6.00 12 6 4 17 16 18 15 . m 7 :5.- 3 LII • 8 2 i HI '� •i 3 9 I r1 q :?.2.!a.!.!.!.!.A!:!.!.!.!:!.!.!.!.!.!.!.!:!.!.!.!.!.!.!.!i.!.!.s!.!.!.!.s!.A!.!.!.!.9Ll!dl.!:!.!.!:!r.!.!.!.!.!.!.!:!.!.s!.!.!.!.s!.!:!.!.!.!r.!.!.!.!.!.!.!.:!.!.!.!:!.!:!.!.SAI.!.41.!.!..�:!as!:! 6 � 3x4 = 14 13 12 11 10 3x4 = 12-0-0I I 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 8 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 8 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SHWeight:61 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 12-0-0. (Ib)- Max Horz 2=66(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,14,11,10 Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,14,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-9-14 to 2-0-0,Exterior(2)2-0-0 to 3-0-0,Corner(3)3-0-0 to 9-0-0, Exterior(2)9-0-0 to 9-9-6,Corner(3)9-9-6 to 12-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. ����� P R opens 7)Gable requires continuous bottom chord bearing. �cNG�NEF9 �Q 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �? '7 10)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide tri 7878 P 9C' will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,14,11, 10. Z CO OL OREGON e©F` v°A,BER \�\.5� C. GR\- RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.104/3/2015 BEFORE USE. NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety lnfonnatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942500 B1901481 DO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:23 2019 Page 1 ' 1 D:22jHiwRD3EMpBOUndM Eyl bzTISo-uriOgZ_I iwNhgoyK3xLrd0_LNXLuau h2XIG FrEzTj9U l -1-0-0 5-9-0 1-0-0 5-9-0 l 5-9-0 1-0-0 Scale=1:25.7 5x6 = 3 6.00 12 13 14 12 15 2x4 II11 16 2x4 II P ol il 2 4 `9 '1:1 — — 5 m a 1 ' _ ` 9i •. - ., •. .•. . ao 7 IT -- 3x6 = 2x4 H 3x6 = 8 6 2x4 H 2x4 I I 1-11-12 5-9-0 9-6-4 11-6-0 1-11-12 3-9-4 3-9-4 I 1-11-12 i LOADING (psf) 5 O SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.02 7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.06 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight 54 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS. All bearings 1-11-12. (Ib)- Max Horz 2=64(LC 12) Max Uplift All uplift 100 lb or less at joint(s)8,6 except 2=-111(LC 12),4=-111(LC 13) Max Gray All reactions 250 lb or less at joint(s)8,8,6,6 except 2=368(LC 1),4=364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-527/217,3-4=-527/217 BOT CHORD 2-8=-80/389,7-8=-80/389,6-7=-80/389,4-6=-80/389 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 2-9-0,Exterior(2)2-9-0 to 8-9-0, Interior(1)8-9-0 to 9-3-6,Exterior(2)9-3-6 to 12-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. rt.p PROF 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��`[ ES non-concurrent with other live loads. C 3 NG I N EF 6). 6)Gable studs spaced at 2-0-0 oc. 9 i, 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Na '9 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CC 7878.PE t� ' will fit between the bottom chord and any other members. 9)A plate rating reduction of 20a/e has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6 except ."-41" (jt=lb)2=111,4=111. CO iG OREGON o) C," '''rteER 1A _sx- L. GP�- iv \ RENEWAL DATE:06-30-2019 April 5,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type ?Qty Ply PLH-Lot 29 Willow Brook K5942501 B1901481 D02 Common 1 1 Job Reference(optional) I8roBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:24 2019 Page 1 I D:22j H iwRD3EM pBOU ndM Eyl bzTISo-M 2Gm uv_OTE V YSxX Wdes4ADX W nxisJ KPCmy?oNhzTj9T -1-0-0 5-9-0 11-6-0 12-6-0 1-0-0 5-9-0 5-9-0 1-0-0 Scale=1:23.1 5x6 = 3 6.00 12 9 10 11 8 12 4017 7 2 4 1 5 6011,11IIo 3x42x4 II = 3x4 = 5-9-0 11-6-0 5-9-0 5-9-0 LOADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Vert(CT) -0.05 4-6 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight 52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=531/0-5-8,4=528/0-5-8 Max Horz 2=64(LC 12) Max Uplift 2=-133(LC 12),4=-131(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-622/224,3-4=-605/223 BOT CHORD 2-6=-85/478,4-6=-85/478 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 2-9-0,Exterior(2)2-9-0 to 8-9-0, Interior(1)8-9-0 to 9-3-6,Exterior(2)9-3-6 to 12-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide nEQ P R°Fen will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Gj NG'NEF /Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ' 7 -- 2=133,4=131. 7: :8PE co •4.„OREGON (0 06,AMgER �� 5� L. GP- RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Vert,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tar Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TIM Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942502 B1901481 D03 Common Girder '1 2 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print 8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 5 1429:28 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTISo-ALYOLiOg5dXwZU?19JEN8?1 yCcBvtUyxRFsxhBzTj?5 3-4-0 5-9-0 8-7-81 11-6-0 12-6-0 3-4-0 2-5-0 2-10-8 2-10-8 1-0-0 Scale=1:22.3 5x6 = 3 6.00 12 4x6 -:.-.% 10 3x6 2 4 1 5 a a 6 9 o 11 9 S 7 111I.... Io �..�. 4x8 = 3x8 II 5x10 = 2x4 H 3x4 = 1 3-4-0 5-9-0l 8-7-8 11-6-0 3-4-0 2-5-0 2-10-8 2-10-8 Plate Offsets(X,Y)-- [1:0-0-0,0-0-3],[2:0-1-8,0-1-8],[9:0-4-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.05 1-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.10 1-9 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 * Code IBC2015/TP12014 Matrix-SH Weight:129 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins. 3-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Std G*Except* 2-9:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=5867/0-5-8,5=2000/0-5-8 Max Horz 1=-71(LC 15) Max Uplift1=-1426(LC 10),5=-508(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-8042/2005,2-3=-3744/953,3-10=-3596/922,4-10=-3619/914,4-5=-3513/852 BOT CHORD 1-11=-1744/6947,9-11=-1744/6947,8-9=-1744/6947,7-8=-687/3001,5-7=-687/3001 WEBS 4-8=-218/334,2-8=-4606/1211,2-9=-1242/5069,3-8=-745/2995 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-2-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. aaCC t. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS 4``-- OFCs (envelope)gable end zone;cantilever left and right exposed;end vertical left Snd right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �� NAG 1 NE, o), 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� T /L 5)Unbalanced snow loads have been considered for this design. -T 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 7878:P r- non-concurrent with other live loads. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CO 9)A plate rating reduction of 20%has been applied for the green lumber members. • OREGON �Q 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1426 lb uplift at joint 1 and 508 lb uplift at L� 1' joint 5. vO ��ER 1Dc 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 12)Use Simpson Strong-Tie HGUS26-2(20-10d Girder,8-10d Truss)or equivalent at 3-4-7 from the left end to connect truss(es)to back N L G PA-\ face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2703 lb down and 607 lb up at RENEWAL DATE: 06-30-2019 1-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. April 5,2019 Continued on page 2 11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MII. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milt** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942502 B1901481 D03 Common Girder 1 n Job Reference(optional) .Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.220 s Jan 19 2019 MiTek Industries,Inc. Fri Apr 514:29:29 2019 Page 2 I D:22jHiwRD3E MpBOU nd M Eyl bzTtSo-fY6mY2OSswfn BeZDjOlchCZ7y?X8cxC4gvbU EezTj?4 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:9=4171(B)11=-2703 J A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942503 B1901481 E01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 a Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:26 2019 Page 1 ' ID:22jHiwRD3EMpBOUndMEylbzTlSo-IQNXJaOe?rIFhFhvk3uYFectalPlmEPU DGUvSZzTj9R -1-0-0 4-2-12 8-5-8 9-5-8 1-0-0 4-2-12 4-2-12 1-0-0 Scale=1:22.3 4x6 = 4 6.00 12 14 13 5 3 6 2 7 1 — — 1 ao ao M .- o !►1iSD.a�.0.�4!w��4'i!!�fASAA,®A.�l�l�9!_ �. �A!►9Ote�i!E�td wl���sS►SSS!�iS!ORO►�0._ .,E�ssa3►!�O2`O 12 11 10 9 8 8-5-8 I 85-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TO 0.10 Vert(LL) -0.00 6 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 6 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-R Weight:47 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 8-5-8. (Ib)- Max Horz 12=76(LC 11) Max Uplift All uplift 100 lb or less at joint(s)12,8,11,9 Max Gray All reactions 250 lb or less at joint(s)12,8,10,11,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-142/261,6-8=-135/255 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/IPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,i0 P R OFF non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. G S 7)Gable requires continuous bottom chord bearing. �Co` u INEFh'S. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �C? T �f9 9)Gable studs spaced at 2-0-0 oc. 4,C"-- 787::P �. 787 +P t' 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. // 12)A plate rating reduction of 20%has been applied for the green lumber members. O 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,8,11,9. O O 04, OREGON �o `4O,rN BER A6\�� RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942504 B1901481 F01 Monopitch Supported Gable 1 1 Job Reference(optional) FhoBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries.Inc. Fri Apr 5 16:1827 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTISo-mdxvWwl Gm9t6J PF5lmOnos92g9klVhbeSwES_?zTj9Q -1-0-0 3-11-0 1-0-0 3-11-0 Scale=1:15.3 2x4 II 5 4 2x4 I 6.00 12 3 9 2 1 'I q ' i'ii''�IIr4'�i'iii'i'i'i'i'i'i'i' 'i'i'i'i'i'i'i'OOOip'i0'i'i�0i'ip'i'ip'i 8 7 6 3x4 = 2x4 H 2x4 H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight 21 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 3-11-0. (Ib)- Max Horz 2=98(LC 9) Max Uplift All uplift 100 lb or less at joint(s)5,7,2,8 Max Gray All reactions 250 lb or less at joint(s)5,7,2,6,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-9-14 to 2-2-2,Exterior(2)2-2-2 to 3-11-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/I-PI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs �fL() P R Opt non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. cr 7)Gable studs spaced at 1-4-0 oc. ,3O 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t.§.0 �i 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �j 7 •$P will fit between the bottom chord and any other members. • w 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,7,2,8. I- rp OG�OREGON �a�` � OBER1 G 6'41 C. GP-" RENEWAL DATE: 06-30-2019 April 5,2019 t• A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942505 B1901481 F02 Monopitch 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:28 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTISo-EpVHjG 1 uXS?zwZgHsUx0K3hE8Y4FE9vngazOXSzTj9P -1-0-0 1-11-0 1-0-0 1-11-0 Scale=1:10.3 2x4 I I 4 3 6.00 112 2 1 x r • r•�� ••V a • 6 2x4 II 3aA.r,_ 5 1-11-0 1-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight 11 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=146/0-3-12,5=67/Mechanical Max Horz 2=55(LC 9) Max Uplift 2=-46(LC 12),5=-23(LC 12) Max Gray 2=154(LC 18),5=67(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. n 7)A plate rating reduction of 20%has been applied for the green lumber members. _ecu PR ape 8)Refer to girder(s)for truss to truss connections. ` S C 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,5. ,�GI N EF� s/7 Q- 7878 PE �' co O` OREGON eic3 vb, 8ER14/ L. G P�- RENEWAL DATE: 06-30-2019 April 5,2019 ,f�.��• ., ; , � �F, � r.,�, w_ was. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardingthe fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and CSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow BSrook 1(5942506 B1901481 F03 Monopitch 1 1 Job Reference(optional) RroBuild West, Beaverton,OR-97005, 8.220 s Nov 18 2018 MiTek Industries,Inc. Fri Apr 5 16:18:29 2019 Page 1 I D:22j H iwRD3 EMpBOU nd M Eyl bzTl So-i?3fitc2 W l m7gYj PU PBSFtH E OryNjzc8xvEjZ3uzTj90 1-0-0 3-11-0 1-0-03-11-0 Scale=1:15.3 2x4 H 4 3 6.00 12 7 a 0-2- 1 A RI CI ♦ 6 3x4 = 354 II 5 3-11-0 3-11-0 TCLL LOADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(CT) -0.02 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CHORD 2x4 DF Std G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=164/Mechanical,2=215/0-3-12 Max Horz 2=101(LC 9) Max Uplift 6=-59(LC 12),2=-60(LC 12) Max Gray 6=176(LC 19),2=217(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf,h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. t� 7)A plate rating reduction of 20%has been applied for the green lumber members. `�0.0 PR OFFS 8)Refer to girder(s)for truss to truss connections. cr 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2. \� �G I NER >� ti 787:=PE r r Z CO °4. OREGON ,o) v�A, 8ER At\���� L. GN\- RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. * Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942507 B1901481 F04 Monopitch 5 1 Job Reference(optional) 1 ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:30 2019 Page 1 " ID:22jHiwRD3EMpBOUndMEylbzTlSo-BCd28y3834FhAs_9zvzU PU nVYMi Vi2O48uS6bKzTj9N 10-0 7-1-12 I II 1-0-0 7-1-12 Scale:1/2"=1' 2x4 I I 4 3 • 6.00 12 8 7 r r r 1111011°.11. 6 I PIA ii 4 a 3x4 I,5 3x4 = 7-1-12 II 7-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.09 2-6 >870 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.28 2-6 >290 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 * Code IBC20151TPI2014 Matrix-P Weight 34 lb FT=20% BCDL 10.0 1 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=303/Mechanical,2=347/0-3-12 Max Horz 2=175(LC 9) Max Uplift 6=-110(LC 12),2=-88(LC 12) Max Gray 6=348(LC 19),2=356(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-6=-275/192 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 4-1-12,Exterior(2)4-1-12 to 7-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� P R r 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ` 'C OFC will fit between the bottom chord and any other members. ` "�G N��Q s�©� 7)A plate rating reduction of 20%has been applied for the green lumber members. ,T 8)Refer to girder(s)for truss to truss connections. �G o 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 707 P --Y 6=110. 4 / f t0 •L, OREGON ,.p 4V eER1 " .C- 5 C. GAL RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.11/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* ek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely/nformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942508 B1901481 JA01 JACK-OPEN GIRDER 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:31 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTlSo-foBQM14ngNNYnOZsXcUjyiJiUm1 uRVeENYCg7nzTj9M -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:17.6 6.00 12 3 li 2 1 IIIW— A Ioril C ♦ 8 9 10 q LUS24 LUS24 LUS24 3x6 = 4-0-0 4-0-0 8-0-0-0- Plate Offsets(X,Y)-- [2:0-2-11,0-1-8] LTCLL OADING (psf) 5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.06 4-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.20 4-7 >488 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MP Weight 18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=143/Mechanical,2=133/0-5-8,4=57/Mechanical Max Horz 2=58(LC 28) Max Uplift 2=-49(LC 28) Max Gray 3=198(LC 5),2=135(LC 16),4=114(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. . D �C[I c PR Ore 8)Refer to girder(s)for truss to truss connections. ' L 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2. Gj �G I N EF s/O 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 7 / 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. ,co,.' o 11) Fill all nail holes where hanger is in contact with lumber. Q 70 •8P E 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15CO Uniform Loads(plf) O Vert:1-3=-64,4-5=-20 v G�t�REGON �© ` O 'ig&E R 1 cr' �•&•- y4/ C. GPL\� RENEWAL DATE: 06-30-2019 April 5,2019 WARNING-Verifydesign �� A g parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' A 1Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942509 B1901481 JA02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:32 2019 Page 1 ' ID:22jHiwRD3EM pBOUndMEylbzTlSo-7aloZe4PbtiV PPA835K?yVvsvPALwAyuNbCxDgDzTj9L -1-0-0 3-10-15 1-0-0 l 3-10-15 Scale=1:17.4 3 6.00 12 5 2 1 Io 4 4 3x4 = 8-0-0 II 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-4 >187 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight:23 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=270/0-5-8,4=77/Mechanical Max Horz 2=103(LC 12) Max Uplift 3=-87(LC 12),2=-30(LC 12) Max Gray 3=117(LC 19),2=273(LC 19),4=154(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. a�Q P R QF 8)Refer to girder(s)for truss to truss connections. t`-`` t 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. `` ,aGI N Ez.w,,, s 'T 7787: P yr co fit. OREGON (12 `�p6,MgER . .�\_4-- C. GAA- RENEWAL DATE:06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942510 B1901481 JA03 Jack-Open 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:32 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTlSo-7aloZe4PbhVPPA835K?yVvstsALwAyuNbCxDgDzTj9L -1-0-0 5-10-15 1-0-0 5-10-15 Scale=1:20.2 3 r t 4t - 6.00 12 5 • 2 r iiiiii6ti i m no �, 3x4 = 4 8-0-0 I 8-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-4 >187 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=174/Mechanical,2=330/0-5-8,4=77/Mechanical Max Horz 2=148(LC 12) Max Uplift 3=-136(LC 12),2=-54(LC 12) Max Gray 3=203(LC 19),2=338(LC 19),4=154(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. \0 P R OFF 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) \� �G t N�� (5>c) 3=136. •F • � „,Cf 787'-PE r co 0i.,OREGON� ,e v0 &ER1 � RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942511 B1901481 JA04 Jack-Open 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:33 2019 Page 1 a ID:22jHiwRD3EMpBOUndMEylbzTISo-bnlAn_51 M?dG 1 KjFe1 WB17P_fZh9vP8WgrhnCfzTj9K -1-0-0 7-10-15 1-0-0 7-10-15 Scale=1:24.9 3 i i 8 6.00 12 7 6 5 021 I c 3x4 = 4 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-4 >187 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 = o Weight:33 lb FT 20/o BCDL 10.0 Code IBC2015/TPI2014 Matrix-P 9 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=239/Mechanical,2=393/0-5-8,4=77/Mechanical Max Horz 2=179(LC 12) Max Uplift 3=-156(LC 12),2=-81(LC 12) Max Gray 3=291(LC 19),2=405(LC 19),4=154(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 3-7-4,Exterior(2)3-7-4 to 7-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom c20% and ny otherpplemembers. ��¢ O PRO t. 7)A plate rating reduction of 20%has been applied for the green lumber members. � PROF to Refer to girder(s)for truss to truss connections. NG1 N E�9 �p 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=1b) C. 3=156. ��� ,9, 7.• •.• �P co °G OREGON ry©Q` v., SER 15` , ill \��- C. GAV- RENEWAL DATE: 06-30-2019 April 5,2019 mi 250 Klug Circe A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M)lekR is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIIrPl1 Quality Criteria,OSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942512 B1901481 JA05 Jack-Open 3 1 Job Reference(optional) RroBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:34 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTISo-3zsY_J6f61m7eU I RCk2QaKx9Dz1 OesOg3VQKk5zTj9J -1-0-0 8-0-0 9-10-15 1-0-0 8-0-0 1-10-15 Scale=1:30.0 4 4i d 3 6.00 12 8 1 7 a a 9 a a- N 4 6 2 121- 3x4 = 5 I 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.16 2-5 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-5 >187 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:37 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length)2=0-5-8,3=0-3-2. (Ib)- Max Horz 2=212(LC 12) Max Uplift All uplift 100 lb or less at joint(s)4,2 except 3=-189(LC 12) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=408(LC 19),3=369(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 5-7-4,Exterior(2)5-7-4 to 9-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide F will fit between the bottom chord and any other members. s 7)A plate rating reduction of 20%has been applied for the green lumber members. PR 8)Refer to girder(s)for truss to truss connections. � cS' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2 except(jt=1b) Gj �G�NEAR �Q 3=189. /Ij 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. Zss/ 70 ;/�p .L OREGON foo C. GA\- RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/73/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942513 B1901481 JA06 Jack-Open 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:35 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTlSo-X9QxBf7Htcu_GetdmSZf6YU KKNNdNJdpH9AtGYzTj91 1-0-0 8-0-0 11-10-15 1-0-0 8-0-0 3-10-15 Scale=1:34.9 5 - 4 5 6.00 12 9 3 8 8 q CD 7 2 - - 2,1 3x4 = 6 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.16 2-6 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-6 >187 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight 42 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=241(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,2,4 except 3=-191(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=402(LC 19),3=352(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 7-7-4,Exterior(2)7-7-4 to 11-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. CInfGQ P R QF'cs 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. CO\ xAG 1 N E&9 6-1/()10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 except �i (jt=1b)3=191. „7 j 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. Gp `OREGON ,00` O `OBER � t' S� 7/t/ L. GPk\-` '4 RENEWAL DATE: 06-30-2019 April 5,2019 �� A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIT Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITE** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942514 B1901481 JA07 Jack-Open 4 1 Job Reference(optional) QroBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 516:18:36 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTISo-?M_JP?8vewOruoRgK94ufl1 V6njs6mtzWpvRp_zTj9H -1-0-0 8-0-0 13-10-15 1-0-0 8-0-0 5-10-15 Scale=1:39.9 5 I"1 0 4 6.00 12 9 10 3 8 R ur vi 7 2 O 3x4 = 6 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.16 2-6 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-6 >187 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight 47 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=273(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5,2,4 except 3=-192(LC 12) Max Gray All reactions 250 lb or less at joint(s)5,6 except 2=402(LC 1),3=317(LC 19),4=268(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-282/144 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 9-7-4,Exterior(2)9-7-4 to 13-10-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. n EV PR OFG 7)A plate rating reduction of 20%has been applied for the green lumber members. ` t� 8)Refer to girder(s)for truss to truss connections. Gj� V�G'FM s/O 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,4 except (jt=lb)3=192. CC" 787 8P 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. OG, OREGON tioQ (/.0 111.1 . GAL RENEWAL DATE: 06-30-2019 April 5,2019 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIR** is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942515 B1901481 JA08 Jack-Open 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:37 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTISo-TYYhcL8XPD8iVx00ttb7CzZgsB25rD761Tf_LQzTj9G 1-0-0 8-0-0 15-10-15 1-0-0 I 8-0-0 7-10-15 Scale=1:44.8 6 5 I 11 6.00 ,2 10 4 3 4 9 Et co 8 2 1 ►5 o ►'� 3x4 = 7 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.16 2-7 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-7 >187 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-P Weight 52 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (lb)- Max Horz 2=304(LC 12) Max Uplift All uplift 100 lb or less at joint(s)6,2,4,5 except 3=-193(LC 12) Max Gray All reactions 250 lb or less at joint(s)6,7,4 except 2=402(LC 1),3=310(LC 1),5=287(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-324/169 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 11-7-4,Exterior(2)11-7-4 to 15-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� P RQ FF will fit between the bottom chord and any other members. Q 7)A plate rating reduction of 20%has been applied for the green lumber members. tS 8)Refer to girder(s)for truss to truss connections. Gj� ANG I N EF9 s�© 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2,4,5 except (jt=1b)3=193. 787• P 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. CO 4,OREGO Vo� Ck ("ER1 5� r_ RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 J6°113901481 ob Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942516 61901481 JA09 Jack-Open 4 1 Job Reference(optional) RroBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:38 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTlSo-yk63gh9AAXGY75bCRa6MkA6gbaOKagNF_70YttzTj9F (1-0-0 8-0-0 17-10-15 1-0-0 8-0-0 9-10-15 7 Scale=1:49.8 6.00 12 Im O 126 11 4x6 5 4 3 1/S o m 10 R 9 J 2 Zii g o ►� 3x4 = 8 8-0-0 8-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.16 2-8 >562 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-8 >187 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,5=0-1-8,6=0-1-8. (Ib)- Max Horz 2=335(LC 12) Max Uplift All uplift 100 lb or less at joint(s)7,2,5 except 3=-194(LC 12),6=-119(LC 12) Max Gray All reactions 250 lb or less at joint(s)7,8,5 except 2=402(LC 1),3=310(LC 1),6=376(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-367/194 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ���EQ P R OF�sc� will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. SCO NG I NE - /0 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6. •T 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2,5 except �� �-y (jt=1b)3=194,6=119. ::-- v•" 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6. Z co C3G OREGON tio ` F (b �QER 1� 5� yN L. GA\-`� RENEWAL DATE: 06-30-2019 April 5,2019 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1053/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 V Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942517 B1901481 JA10 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:39 2019 Page 1 I D:22jHiwRD3EMpBOUndMEylbzTISo-QwgR11 AoxrOPIFAP?IdbHOe?L_kZJ7dPCn85PJzTj9E 10-0 8-0-0 19-6-0 T1_0_01 8-0-0 11-6-0 Scale=1:53.8 8 7 Im 0 13 126 4x6 i 5 m 4 '4 a< c,' 6.00 12 3 �� ' rA 11 ii 10 1 o4 I ►z g 3x4 = 8-0-0 I 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.16 2-9 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-9 >187 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 7 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015fTP12014 Matrix-P Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,9=Mechanical,3=0-3-2. (Ib)- Max Horz 2=356(LC 12) Max Uplift All uplift 100 lb or less at joint(s)5 except 3=-194(LC 12),6=-117(LC 12),7=-127(LC 9) Max Gray All reactions 250 lb or less at joint(s)9,5 except 2=402(LC 1),3=310(LC 1),6=328(LC 19), 7=389(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-416/184,3-5=-292/103 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 15-3-1,Exterior(2)15-3-1 to 19-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFCr ��Ep P R 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. s 7)A plate rating reduction of 20%has been applied for the green lumber members. CJ� �,AG I N EFn 61/4 8)Refer to girder(s)for truss to truss connections. �Cf� 7TT /�/ 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6,7. cc'10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 7878: E 3=194,6=117,7=127. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7. /," 0OREGON 20�\ v0y�&E R A. A' . G NON- RENEWAL DATE:06-30-2019 April 5,2019 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;{ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Jdb Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942518 61901481 JA11 Jack-Open 1 1 Job Reference(optional) RroBuild West, Beaverton,OR-97005, 8.220 5 Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:40 2019 Page 1 ID22jHiwRD3EMpBOUndMEylbzTISo-u7DgFNBQi8W GM PIbZ?8gpbBA404o2atYRRueylzTj9D -1-0-0 8-0-0 11-10-15 1-0-0 l 8-0-0 3-10-15 5 Scale=1:34.9 4 Ii 0 i o 6.00 12 9 3 i ►4 Tr 8 ,t ,I- .- j; v cc to to Or O a p e 7 2 i 1 _ 3x4 = 6 8-0-0 I 8-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.16 2-6 >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-6 >187 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight 42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except(jt=length)6=Mechanical,3=0-3-2,4=0-1-8. (Ib)- Max Horz 2=236(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2 except 3=-171(LC 12),4=-147(LC 9) Max Gray All reactions 250 lb or less at joint(s)6 except 2=402(LC 19),3=268(LC 19),4=346(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-258/104 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 7-8-0,Exterior(2)7-8-0 to 11-10-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �C�E V P R OFFS will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. CO NG I N EFT S'/a S 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. • 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) 7$78 �� 3=171,4=147. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. CO OG OREGON 20) vO,< &ER �`��'� L. GAL RENEWAL DATE: 06-30-2019 April 5,2019 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not wit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942519 B1901481 JA12 Jack-Open 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:41 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTISo-MJnCSjB2TSe7_ZKn6jg3MpkMjoQ1 n 16ig5dCU BzTj9C -1-0-0 8-0-0 10-0-0 1-0-0 8-0-0 2-0-0 Scale=1:30.2 4 3 6.00 7 8 -' '4 a, 4 6 2 1 - 5 3x4 = 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.16 2-5 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.49 2-5 >187 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015fTP12014 Matrix-P Weight:38 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=387/0-5-8,5=77/Mechanical,3=382/0-3-2 Max Horz 2=205(LC 12) Max Uplift 2=-67(LC 12),3=-204(LC 12) Max Gray 2=387(LC 1),5=154(LC 5),3=478(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-14 to 2-2-2,Interior(1)2-2-2 to 5-9-1,Exterior(2)5-9-1 to 10-0-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ` D P R 0 7)A plate rating reduction of 20%has been applied for the green lumber members. `�E F 8)Refer to girder(s)for truss to truss connections. ` N r.S1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) Q 3=204. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. '-C* 787 P E )7" �O OREGON 1 py�MeER i��- C. GNL RENEWAL DATE: 06-30-2019 April 5,2019 mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Jots Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942520 B1901481 JA13 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:42 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTlSo-gVLag3CgEmm_cjv_gQBlv0Ga 1 CrBWTjruINIOezTj9B -1-0-0I 5-6-13 8-0-0 1-0-0 5-6-13 2-5-3 Scale=1:21.7 4x4 = 3 9 6.00 12 3x6 r: r 8 V N 2 V 1 Ya , C 7 3x4 = 6 3x4 = 5 2x4 4-0-0 5-6-13 8-0-0 4-0-0 1-6-13 2-5-3 TCLL OADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.02 2-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.07 2-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-4:2x4 DF No.1&Btr G except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 6=316/Mechanical,2=387/0-5-8 Max Horz 2=109(LC 9) Max Uplift 6=-56(LC 12),2=-103(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-269/79,4-6=-316/147 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0,0 P R 7)A plate rating reduction of 20%has been applied for the green lumber members. � ()Fes Refer to girder(s)for truss to truss connections. NG I N EE• s/O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) iS /9 /L 2=103. ` . 7878:1ter' co L OREGON Oo� 4141 C. G PA\- RENEWA L DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MOM Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �P a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942521 B1901481 SA01 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:42 2019 Page 1 I D:22jH iwRD3 EMpBOUndM Eyl bzTlSo-gtrLag3CgEmm_cjv_gQ B Iv0GdbCseW U M rut NIOezTj9B -1-0-0 1-10-15 1-0-0 1-10-15 Scale=1:10.3 3 6.00 12 )K 2 1 \ rn 0 4410 4 3x4 = 2-0-0 I 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCLL 0.0 ' Code IBC2015/TPI2014 Matrix-P Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=46/Mechanical,2=147/0-5-8,4=19/Mechanical Max Horz 2=59(LC 12) Max Uplift 3=-41(LC 12),2=-41(LC 12) Max Gray 3=46(LC 1),2=154(LC 18),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. ��d P R VF 8)Refer to girder(s)for truss to truss connections. `` v 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. ��Co A0 f N Ez.kv, \ 9 is 787:;P -7_. !'" co v°L�OREGO� ti��\ O 1BER 1 � �4/ C. GPA- RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook • K5942522 B1901481 SA02 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:43 2019 Page 1 I D:22jHiwRD3E M pBOUndM Eyl bzTlSo-1 ivytOD I?3urDsUAE7iXREpnpbCtFxc?7P6J Y4zTj9A -1-0-0 2-0-01 3-10-15 1-0-0 2-0-0 1-10-15 Scale=1:15.5 3 0 6.00 12 5 a a u r; vv O N 1 3x4 = 4 2-0-0 2-0-0 LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL(Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical,2=203/0-5-8,4=19/Mechanical Max Horz 2=103(LC 12) Max Uplift 3=-91(LC 12),2=-62(LC 12) Max Gray 3=127(LC 19),2=205(LC 19),4=39(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live"loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. OJ���0D PR OF�st� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. <cc? �NGINEF9 /0 ' `t' :74/2froDE , 9' CO O` OREGON (oa vQ4,&ER A�` c L. GP.\- RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iiili Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 29 Willow Brook K5942523 B1901481 SA03 Jack-Open 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.220 s Nov 16 2018 MiTek Industries,Inc. Fri Apr 5 16:18:44 2019 Page 1 ID:22jHiwRD3EMpBOUndMEylbzTlSo-muTK4kEwmN0ir03MorDm_RMVV?X6_Os8 M3s55WzTj99 -1-0-0 2-0-0 5-10-15 1-0-0 2-0-0 3-10-15 Scale=1:20.7 3 vi 0 6.00 12 5 O 2 1 1 3x4 = 4 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:20 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=182/Mechanical,2=265/0-5-8,4=19/Mechanical Max Horz 2=148(LC 12) Max Uplift 3=-139(LC 12),2=-86(LC 12) Max Gray 3=211(LC 19),2=272(LC 19),4=39(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Q PRO 8)Refer to girder(s)for truss to truss connections. Fc 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) .,\,40�NE ��A_ 3=139. co* ' , 78 'PE r c co Q`�OREGO N (1/ O ER � yN L. G P\--� RENEWAL DATE: 06-30-2019 April 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 250 Klug Circle is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rain Dimensions are in ft-in-sixteenths. 11,V Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For (016" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never �—� UILlipiAsilibil stack materials on inadequately braced trusses. a Provide copies of this truss design to the building For 4 x 2 orientation,locate O c�e cs-7 C5-6 O4.I— designer,erection supervisor,property owner and plates 0 ''e'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate io.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that I, Trusses are designed for wind loads in the plane of the specified. yip Indicated Useby symbol shown and/or truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others.I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. EN IIIIII mit 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: BuildingComponent SafetyInformation, MiTek20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 1